CN112360059B - Pre-tensioned pre-stressed composite beam adopting FRP (fiber reinforced plastic) combined ribs and construction method thereof - Google Patents
Pre-tensioned pre-stressed composite beam adopting FRP (fiber reinforced plastic) combined ribs and construction method thereof Download PDFInfo
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- CN112360059B CN112360059B CN202011259162.9A CN202011259162A CN112360059B CN 112360059 B CN112360059 B CN 112360059B CN 202011259162 A CN202011259162 A CN 202011259162A CN 112360059 B CN112360059 B CN 112360059B
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/20—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members
- E04C3/26—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members prestressed
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- E—FIXED CONSTRUCTIONS
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- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
Abstract
The invention discloses a pre-tensioned pre-stressed composite beam adopting FRP (fiber reinforced plastic) combined ribs and a construction method thereof, wherein the pre-tensioned pre-stressed composite beam comprises precast concrete, cast-in-place concrete and an FRP rib cage; the FRP reinforcement cage comprises lower longitudinal reinforcements, waist reinforcements, upper longitudinal reinforcements and stirrups which are all made of FRP reinforcement materials; the lower longitudinal bars are embedded at the bottom of the concrete of the prefabricated part after being tensioned, and each lower longitudinal bar is provided with an additional rib and an FRP short pipe; each upper longitudinal rib is provided with an additional rib and an FRP long pipe; the FRP long pipe is sleeved on the midspan section of the upper longitudinal rib; the FRP pipe is filled with Ultra High Performance Concrete (UHPC). The invention is suitable for marine environment, the interface strength of the FRP rib-aluminum alloy rib is high, and the controllable target of long-term slippage of the interface can be realized; applying prestress to the lower longitudinal rib by adopting a pretensioning method to improve the rigidity of the component; ultra High Performance Concrete (UHPC) is filled between the FRP pipes to improve the compressive strength and the ductility of the FRP ribs, and the connection of upper longitudinal ribs can be realized through the UHPC.
Description
Technical Field
The invention relates to the field of prefabricated components of fabricated buildings, in particular to a pre-tensioned pre-stressed composite beam adopting FRP (fiber reinforced plastic) combined ribs and a construction method thereof.
Background
As a coastal country, China is becoming a new growth point for regional economic development and an entry point for economic transformation of regional industry. At present, the marine economic industry of China is in a fast growth period, and the industrial structure is gradually rising from the traditional marine industry as a main part to the high and new technology industry of the sea and develops in a direction of combining with the transformation of the traditional marine industry.
The development of marine economy and the construction of marine strong countries require corresponding marine-oriented infrastructure. For concrete engineering structures facing marine environments, particularly open sea and the like, it is costly to transport materials such as sand and water from land. In addition, reinforced concrete structures constructed in the ocean and in environments containing chloride media often suffer from corrosion of the steel reinforcement. Obviously, ordinary steel is not an ideal material for building safe and durable structures in highly corrosive marine environments.
The Fiber Reinforced Plastic (FRP) has the advantages of light weight, high strength, corrosion resistance and the like, and can replace common reinforcing steel bars to overcome the influence of corrosion. The FRP is an anisotropic material, and welding and machining cannot be performed after molding, so that the assembly structure is more convenient to use.
The research shows that the FRP bars have high tensile strength, but the elastic modulus is only 1/5-3/4 of that of the steel bars. On the premise of the same bearing capacity, compared with the traditional reinforced concrete member, the FRP reinforced concrete member has large deformation and relatively wider cracks, the design is often controlled by a normal use limit state, the material strength can only be exerted by about 10 percent, and the material resource waste is serious.
The prestress is applied to the FRP rib, which is considered to be the most effective method for fully exerting the high strength advantage of the FRP rib, controlling the deformation and the crack of the component and improving the performance of the component in the use stage, and meanwhile, the pretensioning prestress technology which is simple in process and good in economical efficiency is more suitable for the development trend of the current building industrialization, and has the advantages of short construction period, controllable quality, less field wet operation and the like.
Disclosure of Invention
The invention aims to solve the technical problem of the prior art and provides a pre-tensioned pre-stressed composite beam adopting FRP combined ribs and a construction method thereof, the pre-tensioned pre-stressed composite beam adopting the FRP combined ribs and the construction method thereof are suitable for marine environment, the FRP rib-aluminum alloy rib interface strength is high, and the controllable target of long-term slippage of the interface can be realized; applying prestress to the lower longitudinal rib by adopting a pretensioning method to improve the rigidity of the component; the upper longitudinal bars are connected by filling Ultra High Performance Concrete (UHPC) between the FRP pipes, and the compressive strength and the ductility of the FRP bars are improved.
In order to solve the technical problems, the invention adopts the technical scheme that:
the utility model provides an adopt prestressing force superposed beam that opens one's head of FRP combination muscle, includes prefabricated portion concrete, cast-in-place portion concrete and FRP muscle cage.
The FRP reinforcement cage comprises a lower longitudinal reinforcement, a waist reinforcement, an upper longitudinal reinforcement and a stirrup which are all made of FRP reinforcement materials.
And the lower longitudinal bars are embedded at the bottom of the concrete of the prefabricated part after being tensioned, and both ends of the lower longitudinal bars extend out of the concrete of the prefabricated part to form an extending part.
Each lower longitudinal rib is also provided with two FRP short pipes, ultra-high performance concrete and two additional ribs.
The two FRP short pipes are respectively sleeved on the peripheries of the two extending parts of the lower longitudinal rib, and the ultrahigh-performance concrete is filled in the annular gap between the two FRP short pipes and the corresponding extending parts. The FRP short pipe, the ultra-high performance concrete and the lower longitudinal rib jointly form a lower FRP combined rib. The lower longitudinal bar extending parts of the FRP short pipes are sleeved and extend into the connecting nodes of the middle beam column facing the marine environment building respectively.
The two additional ribs are respectively arranged on the lower longitudinal bar at the inner side of the FRP short pipe and are embedded in the concrete of the prefabricated part.
The waist bars are pre-embedded at the top of the concrete of the prefabricated part.
The upper longitudinal bars are arranged in the concrete of the cast-in-place part, and the stirrups are used for fixing the upper longitudinal bars, the waist bars and the lower longitudinal bars.
Each upper longitudinal rib is provided with an FRP long pipe, ultra-high performance concrete and two additional ribs.
The FRP long pipe is sleeved at the midspan section of the upper longitudinal rib, and the ultra-high performance concrete is filled in an annular gap between the FRP long pipe and the upper longitudinal rib. The FRP long pipe, the ultra-high performance concrete and the upper longitudinal rib jointly form an upper FRP combined rib.
The two additional ribs are respectively arranged on the upper longitudinal ribs at two sides of the FRP long pipe and are positioned in the concrete of the cast-in-place part.
The additional ribs are extruded aluminum alloy pipes, and the surfaces of the aluminum alloy pipes are coated with passivation solution.
The diameter of the aluminum alloy pipe is 2 times of that of the lower longitudinal rib or the upper longitudinal rib.
The extrusion amount of the aluminum alloy pipe on the lower longitudinal rib or the upper longitudinal rib is 2-4 mm.
The precast part concrete is of a concave groove-shaped structure.
The top surface and the end surfaces at two sides of the precast part concrete are rough surfaces.
The surfaces of the FRP short pipe and the FRP long pipe are provided with through long threads.
A construction method of a pre-tensioned pre-stressed composite beam adopting FRP combined ribs comprises the following steps.
Step 2, manufacturing an FRP rib cage: and (3) sequentially placing the lower longitudinal ribs manufactured in the step (1) at the bottom of the stirrup, and binding a waist rib at the middle part of the stirrup to form the FRP rib cage.
And 4, pouring and maintaining the concrete of the prefabricated part: and (4) erecting a mould in the steel mould or at two sides of the steel mould to form the precast concrete pouring mould. And then pouring sea sand seawater concrete in the precast part concrete pouring mould and curing. And when the strength of the sea sand seawater concrete is not lower than 75% of the design value, cutting off two ends of the lower longitudinal bar, and extending two ends of each cut lower longitudinal bar to the outer side of the concrete of the prefabricated part.
And 7, mounting the upper longitudinal ribs, wherein the specific mounting method comprises the following steps:
step 71, installing an FRP long pipe: and an FRP long pipe with set length is placed at the center of the top of the FRP rib cage. The quantity of the FRP long pipes is the same as that of the upper longitudinal ribs, and the positions of the FRP long pipes correspond to those of the upper longitudinal ribs.
Step 72, inserting upper longitudinal ribs: and extending the upper longitudinal ribs into the corresponding FRP long pipes. When the upper longitudinal ribs are more than two, the butt joint position of the upper longitudinal ribs is positioned in the FRP long pipe at the middle section of the beam span.
Step 73, filling the ultra-high performance concrete: and (5) filling ultrahigh-performance concrete in the annular gap between each FRP long pipe and the corresponding upper longitudinal rib in the step 72 and curing. The FRP long pipe, the upper longitudinal bar and the ultra-high performance concrete filled between the FRP long pipe and the upper longitudinal bar jointly form an upper FRP combined bar.
And 8, mounting the prefabricated laminated slab.
And 9, pouring the laminated sea sand seawater concrete to form the pre-tensioned pre-stressed laminated beam.
Step 72, before the upper longitudinal ribs are inserted, respectively sleeving an aluminum alloy pipe on the surfaces of the upper longitudinal ribs at the beam ends, and performing extrusion forming to form two additional ribs; after the upper longitudinal ribs are inserted, the two additional ribs are positioned on the upper longitudinal ribs on two sides of the FRP long pipe.
The invention has the following beneficial effects:
1. the invention is suitable for marine environment, and the precast concrete and the cast-in-place concrete both adopt seawater sea sand concrete and can be obtained from local materials.
2. The precast part concrete can be precast in a factory, and cast-in-place part concrete is poured after the precast part concrete is installed on site, so that the whole is formed, the engineering cost is reduced, and the structural integrity and the shock resistance are improved.
3. The precast part concrete is a concave groove-shaped plate shell, so that the hoisting quality is reduced, the construction is convenient, and the precast part concrete can be poured as a template.
4. The reinforcing bars (such as the lower longitudinal bar, the waist bar, the upper longitudinal bar and the stirrup) are all made of fiber reinforced composite materials with good corrosion resistance, so that the service life of the structure can be prolonged.
5. The invention adopts a pretensioning method to apply prestress on the lower longitudinal rib, thereby improving the rigidity of the component. The arrangement of the additional ribs on the lower longitudinal ribs can control the sliding of the lower longitudinal ribs after tensioning; the arrangement of additional ribs in the upper longitudinal ribs is used for controlling the sliding of the upper longitudinal ribs.
6. The additional ribs are arranged in the longitudinal rib anchoring areas at the upper part and the lower part of the beam end to promote the anchoring storage of the beam end, and the FRP rib-aluminum alloy rib interface has high strength and is more reliable than an FRP rib-concrete interface, so that the long-term slippage controllable target of the interface is realized by realizing the anti-slippage effect through stable friction force and mechanical engagement force.
7. FRP ribs in a member such as a beam or a column inevitably bear a pressure. When the FRP muscle is compressed, little bucking can take place for inside fibre for FRP's compressive strength is far less than tensile strength, and easily takes place brittle failure. According to the stress characteristics that the continuous beam span has positive bending moment and the support has negative bending moment, the FRP long pipe is sleeved in the middle of the upper longitudinal rib, and the FRP short pipe is sleeved at two ends of the lower longitudinal rib so as to enhance the bearing capacity.
8. The upper longitudinal bars are connected by filling Ultra High Performance Concrete (UHPC) between the FRP pipes, and the compressive strength and the ductility of the FRP bars are improved.
Drawings
Fig. 1 shows a schematic structural diagram of a pre-tensioned prestressed composite beam using FRP combined bars according to the present invention.
Fig. 2 is a side view showing a pre-tensioned prestressed composite girder according to the present invention using FRP combined tendons.
Fig. 3 shows a field bar penetrating diagram of a pre-tensioned prestressed composite beam adopting FRP combined bars according to the invention.
Fig. 4 is a front view showing a pre-tensioned prestressed composite girder using FRP reinforcing bars according to the present invention.
FIG. 5 is a front view of the FRP tendon cage of the present invention.
Fig. 6 is a schematic cross-sectional view showing the lower FRP reinforcing bars according to the present invention.
Wherein the reference numerals are: 1-precast concrete, 2-cast-in-place concrete, 3-rough surface, 4-lower longitudinal bar, 5-upper longitudinal bar, 6-waist bar, 7-stirrup, 8-additional rib, 9-FRP short pipe, 10-FRP long pipe and 11-ultra-high performance concrete.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and specific preferred embodiments.
In the description of the present invention, it is to be understood that the terms "left side", "right side", "upper part", "lower part", and the like, indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of describing the present invention and simplifying the description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the present invention. The specific dimensions used in the present example are only for illustrating the technical solution and do not limit the scope of protection of the present invention.
As shown in fig. 1, the pretensioning prestressed composite beam adopting the FRP combined reinforcement comprises a precast concrete 1, a cast-in-place concrete 2 and an FRP reinforcement cage.
The precast part concrete is preferably of a concave groove-shaped structure and can be used as a pouring template of cast-in-place part concrete, and the top surface and the end surfaces on two sides of the precast part concrete are preferably rough surfaces 3. The rough surface can ensure the connection performance between new and old concrete.
As shown in fig. 1 and 5, the FRP reinforcement cage includes a lower longitudinal reinforcement 4, a lumbar reinforcement 6, an upper longitudinal reinforcement 5, and a stirrup 7. The lower longitudinal bar 4, the waist bar 6, the upper longitudinal bar 5 and the stirrup 7 are all FRP bars, light weight, high strength and corrosion resistance.
The lower longitudinal bars are pre-embedded at the bottom of the precast part concrete after being tensioned, and both ends of the lower longitudinal bars extend out of the precast part concrete to form extending parts.
Each lower longitudinal bar is also provided with two FRP short pipes 9, ultra-high performance concrete 11 and two additional ribs 8.
The two FRP short pipes are respectively sleeved on the peripheries of the two extending parts of the lower longitudinal rib, and the ultrahigh-performance concrete is filled in the annular gap between the two FRP short pipes and the corresponding extending parts.
The FRP short pipe, the ultra-high performance concrete and the lower longitudinal rib jointly form a lower FRP combined rib.
The lower longitudinal bar extending parts of the FRP short pipes are sleeved and extend into the connecting nodes of the middle beam column facing the marine environment building respectively.
The two additional ribs are respectively arranged on the lower longitudinal bar at the inner side of the FRP short pipe and are embedded in the concrete of the prefabricated part.
The additional ribs are preferably formed by extruding an aluminum alloy pipe, the length of the aluminum alloy pipe is determined according to the design, and a certain length is reserved on two sides without extrusion treatment. The aluminum alloy pipe is convenient to process and has good corrosion resistance. The diameter of the aluminum alloy pipe is about twice of the diameter of the FRP rib, the aluminum alloy pipe is installed to a specified position, an additional rib is formed on the surface of the FRP rib in a pressing and forming mode through a cold extrusion process, and the extrusion amount is preferably 2-4 mm.
Because the lower part longitudinal bars are in a tensioning state, the arrangement of the two additional ribs can increase the anchoring performance between the lower part longitudinal bars and the precast part concrete and inhibit the sliding of the lower part longitudinal bars, thereby keeping the set pre-tensioning force and further leading the concrete at the lower part of the composite beam to be subjected to pre-compression stress.
The upper longitudinal bars are laid in the concrete of the cast-in-place part, and as shown in fig. 6, each upper longitudinal bar is further provided with an FRP long tube 10, ultra-high performance concrete 11 and two additional ribs 8.
The FRP long pipe is sleeved at the midspan section of the upper longitudinal rib, and the ultra-high performance concrete is filled in an annular gap between the FRP long pipe and the upper longitudinal rib. The FRP long pipe, the ultra-high performance concrete and the upper longitudinal rib jointly form an upper FRP combined rib.
Two additional ribs in the upper longitudinal rib are respectively arranged on the upper longitudinal ribs on two sides of the FRP long pipe and are positioned in the concrete of the cast-in-place part, and the two additional ribs are used for increasing the anchoring force of the upper longitudinal rib and the concrete of the cast-in-place part. Two additional ribs in the upper longitudinal rib can be arranged according to requirements, when the negative bending moment of the laminated beam support is not large, the additional ribs are not added, and when the negative bending moment of the laminated beam support is large, the additional ribs are preferably added to inhibit the sliding deformation of the upper longitudinal rib.
The arrangement of the two additional ribs in the upper longitudinal rib is not described herein again with reference to the arrangement of the additional ribs in the lower longitudinal rib.
The continuous beam has the following stress characteristics: the span has positive bending moment, and the support has negative bending moment. Therefore, in the invention, the FRP long pipe is sleeved in the middle of the upper longitudinal rib, and the FRP short pipe is sleeved at two ends of the lower longitudinal rib to enhance the bearing capacity.
Furthermore, the surfaces of the FRP long pipe and the FRP short pipe are provided with through long threads, so that the connection performance of the FRP pipe and the cast-in-place sea sand seawater concrete is improved. The inner diameter of the FRP tube is slightly larger than the additional ribs to ensure that the upper longitudinal ribs or the lower longitudinal ribs can pass through the FRP tube.
The waist muscle is pre-buried at the top of prefabricated portion concrete, and the stirrup is used for fixed upper portion to indulge muscle, waist muscle and lower part to indulge the muscle.
A construction method of a pre-tensioned pre-stressed composite beam adopting FRP combined ribs comprises the following steps.
Step 2, manufacturing an FRP rib cage: and (3) sequentially placing the lower longitudinal ribs manufactured in the step (1) at the bottom of the stirrup, and binding a waist rib at the middle part of the stirrup to form the FRP rib cage.
And 4, pouring and maintaining the concrete of the prefabricated part: and (4) erecting a mould in the steel mould or at two sides of the steel mould to form the precast concrete pouring mould. And then pouring sea sand seawater concrete in the precast part concrete pouring mould and curing.
And when the strength of the sea sand seawater concrete is not lower than 75% of the design value, cutting off two ends of the lower longitudinal bar, and extending two ends of each cut lower longitudinal bar to the outer side of the concrete of the prefabricated part.
And 7, mounting the upper longitudinal ribs, wherein the specific mounting method comprises the following steps:
step 71, installing an FRP long pipe: and an FRP long pipe with set length is placed at the center of the top of the FRP rib cage. The quantity of the FRP long pipes is the same as that of the upper longitudinal ribs, and the positions of the FRP long pipes correspond to those of the upper longitudinal ribs.
And 72, inserting the FRP ribs of the upper longitudinal ribs.
Before the upper longitudinal ribs are inserted, the surfaces of the upper longitudinal ribs positioned at the beam ends are preferably respectively extruded to form an aluminum alloy pipe, and passivation solution is coated on the surfaces of the aluminum alloy pipes to form two additional ribs. After the upper longitudinal ribs are inserted, the two additional ribs are positioned on the upper longitudinal ribs on two sides of the FRP long pipe.
The diameter of the aluminum alloy pipe is preferably 2 times of the diameter of the upper longitudinal rib, and the extrusion amount of the aluminum alloy pipe on the surface of the FRP rib is preferably 2-4 mm.
Preferably, the upper longitudinal ribs extend into the corresponding FRP long tubes from two sides. When the upper longitudinal ribs are more than two, the butt joint position of the upper longitudinal ribs is positioned in the FRP long pipe at the middle section of the beam span.
Step 73, filling the ultra-high performance concrete: and (5) filling ultrahigh-performance concrete in the annular gap between each FRP long pipe and the corresponding upper longitudinal rib in the step 72 and curing. The FRP long pipe, the upper longitudinal bar and the ultra-high performance concrete filled between the FRP long pipe and the upper longitudinal bar jointly form an upper FRP combined bar.
And 8, mounting the prefabricated laminated slab.
And 9, pouring the sea water concrete of the laminated layer sea sand (namely pouring the concrete of the cast-in-place part) to form the pre-tensioned pre-stressed laminated beam.
Although the preferred embodiments of the present invention have been described in detail, the present invention is not limited to the details of the embodiments, and various equivalent modifications can be made within the technical spirit of the present invention, and the scope of the present invention is also within the scope of the present invention.
Claims (9)
1. A construction method of a pre-tensioned pre-stressed composite beam adopting FRP (fiber reinforced plastic) combined ribs is characterized by comprising the following steps of:
the pre-tensioned pre-stressed composite beam adopting the FRP combined rib comprises precast part concrete, cast-in-place part concrete and an FRP rib cage;
the FRP reinforcement cage comprises lower longitudinal reinforcements, waist reinforcements, upper longitudinal reinforcements and stirrups which are all made of FRP reinforcement materials;
the lower longitudinal bars are embedded at the bottom of the concrete of the prefabricated part after being tensioned, and both ends of the lower longitudinal bars extend out of the concrete of the prefabricated part to form an extending part;
each lower longitudinal bar is provided with two FRP short pipes, ultra-high performance concrete and two additional ribs;
the two FRP short pipes are respectively sleeved on the peripheries of the two extending parts of the lower longitudinal rib, and the ultrahigh-performance concrete is filled in annular gaps between the two FRP short pipes and the corresponding extending parts; the FRP short pipe, the ultra-high performance concrete and the lower longitudinal bar jointly form a lower FRP combined bar; the lower longitudinal bar extending parts of the FRP short pipes are sleeved and respectively extend into the connecting nodes of the middle beam column facing the marine environment building;
the two additional ribs are respectively arranged on the lower longitudinal bar at the inner side of the FRP short pipe and are embedded in the concrete of the prefabricated part;
the waist bars are pre-embedded at the top of the concrete of the prefabricated part;
the upper longitudinal bars are arranged in the concrete of the cast-in-place part, and the stirrups are used for fixing the upper longitudinal bars, the waist bars and the lower longitudinal bars;
the construction method comprises the following steps:
step 1, manufacturing additional ribs on the lower longitudinal ribs: installing an aluminum alloy pipe to a set anchoring area of each lower longitudinal rib, forming an additional rib on the surface of each lower longitudinal rib by extruding the aluminum alloy pipe, and coating passivation solution on the surface of the additional rib;
step 2, manufacturing an FRP rib cage: sequentially placing a plurality of lower longitudinal bars manufactured in the step 1 at the bottom of a stirrup, and binding a waist bar at the middle part of the stirrup, thereby forming an FRP bar cage;
step 3, tensioning and fixing the lower longitudinal bars: placing the FRP reinforcement cage manufactured in the step 2 in a steel mould, tensioning each lower longitudinal reinforcement to control stress by using a tensioning device, and temporarily fixing the tensioned lower longitudinal reinforcement by using a clamp;
and 4, pouring and maintaining the concrete of the prefabricated part: erecting a mould in the steel mould or at two sides of the steel mould to form a precast part concrete pouring mould; then pouring sea sand seawater concrete in the precast part concrete pouring mould and curing; when the strength of the sea sand seawater concrete is not lower than 75% of the design value, cutting off two ends of the lower longitudinal bar, and extending two ends of each cut lower longitudinal bar to the outer side of the concrete of the prefabricated part;
step 5, sleeving the FRP short pipe and filling the ultra-high performance concrete: an FRP short pipe is sleeved on the extending part at the two ends of each lower longitudinal rib; then, filling ultra-high performance concrete in an annular gap between each FRP short pipe and the corresponding lower longitudinal bar, thereby forming a lower FRP combined bar;
step 6, mounting the precast part concrete: hoisting the concrete of the prefabricated part of the superposed beam to a beam-column connection node of a building facing the marine environment by using a hoisting machine, wherein the extending parts of the lower longitudinal bars, which are sleeved with the FRP short pipes, extend into the beam-column connection node; adjusting the verticality and position of the precast part concrete;
and 7, mounting the upper longitudinal ribs, wherein the specific mounting method comprises the following steps:
step 71, installing an FRP long pipe: placing an FRP long pipe with a set length in the center of the top of the FRP rib cage; the number of the FRP long pipes is the same as that of the upper longitudinal ribs, and the positions of the FRP long pipes correspond to those of the upper longitudinal ribs;
step 72, inserting upper longitudinal ribs: extending the upper longitudinal ribs into the corresponding FRP long pipes; when the upper longitudinal ribs are more than two, the butt joint positions of the upper longitudinal ribs are positioned in the FRP long pipe at the middle section of the beam span;
step 73, filling the ultra-high performance concrete: filling and maintaining ultra-high performance concrete in the annular gap between each FRP long pipe in the step 72 and the corresponding upper longitudinal bar; the FRP long pipe, the upper longitudinal bar and the ultra-high performance concrete filled between the FRP long pipe and the upper longitudinal bar form an upper FRP combined bar together;
step 8, mounting the prefabricated laminated slab;
and 9, pouring the laminated sea sand seawater concrete to form the pre-tensioned pre-stressed laminated beam.
2. The construction method of the pretensioned prestressing composite girder using FRP built-up tendons according to claim 1, wherein: step 72, before the upper longitudinal ribs are inserted, respectively sleeving an aluminum alloy pipe on the surfaces of the upper longitudinal ribs at the beam ends, and performing extrusion forming to form two additional ribs; after the upper longitudinal ribs are inserted, the two additional ribs are positioned on the upper longitudinal ribs on two sides of the FRP long pipe.
3. The construction method of the pretensioned prestressing composite girder using FRP built-up tendons according to claim 1, wherein: each upper longitudinal rib is also provided with an FRP long pipe, ultra-high performance concrete and two additional ribs;
the FRP long pipe is sleeved at the midspan section of the upper longitudinal rib, and the ultra-high performance concrete is filled in an annular gap between the FRP long pipe and the upper longitudinal rib; the FRP long pipe, the ultra-high performance concrete and the upper longitudinal rib form an upper FRP combined rib together;
the two additional ribs are respectively arranged on the upper longitudinal ribs at two sides of the FRP long pipe and are positioned in the concrete of the cast-in-place part.
4. The construction method of the pretensioned prestressing composite girder using FRP built-up tendons according to claim 3, wherein: the additional ribs are extruded aluminum alloy pipes, and the surfaces of the aluminum alloy pipes are coated with passivation solution.
5. The construction method of the pretensioned prestressing composite girder using FRP built-up tendons according to claim 4, wherein: the diameter of the aluminum alloy pipe is 2 times of that of the lower longitudinal rib or the upper longitudinal rib.
6. The construction method of the pretensioned prestressing composite girder using FRP built-up tendons according to claim 5, wherein: the extrusion amount of the aluminum alloy pipe on the lower longitudinal rib or the upper longitudinal rib is 2-4 mm.
7. The construction method of the pretensioned prestressing composite girder using FRP built-up tendons according to claim 1, wherein: the precast part concrete is of a concave groove-shaped structure.
8. The construction method of the pretensioned prestressing composite girder using FRP built-up tendons according to claim 7, wherein: the top surface and the end surfaces at two sides of the precast part concrete are rough surfaces.
9. The construction method of the pretensioned prestressing composite girder using FRP built-up tendons according to claim 3, wherein: the surfaces of the FRP short pipe and the FRP long pipe are provided with through long threads.
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| CN114775900A (en) * | 2022-05-26 | 2022-07-22 | 西安建筑科技大学 | Composite beam adopting prestressed composite rib to reinforce UHPC (ultra high performance polycarbonate) formwork and manufacturing method thereof |
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| CN208685934U (en) * | 2018-08-22 | 2019-04-02 | 重庆市建筑科学研究院 | A kind of FRP combination muscle and the concrete component containing the combination muscle |
| CN109098332A (en) * | 2018-09-13 | 2018-12-28 | 东南大学 | A kind of novel contignation and its method of construction towards marine environment |
| CN209670188U (en) * | 2018-11-29 | 2019-11-22 | 三一筑工科技有限公司 | Pretensioned prestressing composite beam |
| CN110644618A (en) * | 2019-08-15 | 2020-01-03 | 中建科技有限公司 | Post-tensioned pre-stressed assembled concrete superposed beam reinforcing steel bar structure and design method thereof |
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